CN105040699A - Drilling pile planting method - Google Patents
Drilling pile planting method Download PDFInfo
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- CN105040699A CN105040699A CN201510501934.8A CN201510501934A CN105040699A CN 105040699 A CN105040699 A CN 105040699A CN 201510501934 A CN201510501934 A CN 201510501934A CN 105040699 A CN105040699 A CN 105040699A
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Abstract
The invention discloses a drilling pile planting method. Firstly, a drilling machine drills a hole; a drill rod is stabilized; a frame is corrected in two directions; then, the hole is formed; the hole diameter and the hole depth are measured after the hole formation; virtual soil is sunk at the bottom of the hole; muck around the hole is removed; and the recording is performed; then, a reinforcement concrete precast pile is planted in the hole, the two-way correction is continued, the pile is hammered until the tip of the pile is beaten to a design elevation; and finally, a pile feeding hole is filled after the pile plantation is finished, and the muck or slurry removed from the drilled hole is transported outside. The method is complete and free of damage in the pile body, is high in bearing capacity, is long in service life, has no soil extrusion effect in construction, and has no noise and vibration in construction; the pile end of the precast pile can enter medium-weathered and slight-weathered rock stratums, so that a large-diameter pipe pile can be applied to the constructional engineering; the drilling pile planting method is suitable for various geological conditions; a drilling pile planting foundation achieves the vibration resisting requirement of design intensity of 8 and 9 levels; a pipe pile joint is firmer and more reliable; the construction speed is fast; and the engineering quality detection is simple, and saves time.
Description
Technical field
The invention belongs to tube pile construction technical field, particularly relate to a kind of method of drilling pile.
Background technology
Driving method by hammer construction pile tube comprises the following steps:
1) line setting and pile-forming machine perching.Release stake bit line according to axis, accomplish fluently guide pile with short stakes or reinforcing bar, and make mark with lime, be convenient to injection.The anchor point of pile foundation axis, should be arranged on not by the place affected of driving piles, and piling needs setting to be no less than 2 bench marks near area, checks the deviation of stake position and the embedded depth of stake in construction accordingly.The axis of pile foundation and absolute altitude all should be checked, and carry out a bit plane arrangement diagram.Determine suitable pile foundation track route according to engineering practice, according to strata condition, select suitable pile top.When pile foundation is in place, pile frame answers translation, and center of pilot line should be consistent with piling direction, and checks that whether stake position is correct, then stake is promoted in place and slowly puts down in insertion soil.
2) steady stake.Pile crown end inserts behind stake position, first with low hammering one or two time, stake bury certain depth stable after, range estimation, ceiling hammer or transit bidirectional correcting pile body verticality in length and breadth.Meanwhile, ruler marks should be set on pile frame or pile body, to observe at any time in construction, record pile data.
3) drive piles.Sequencing of driving piles should be determined before construction: according to basic engineering absolute altitude, first shallowly deeply afterwards should carry out injection; According to the specification of stake, should first big after small, first long after shortly carry out injection; According to the distance of stake position and inhering architecture, should first near after far carry out injection.During piling, should first with short fall apart from tip-tap, after 1m ~ 2m is buried in stake, then entirely to fall apart from injection.Piling is suitable heavy hammer and low strike generally, and the speed of stake people soil should be even, and hammering time interval is not long, squeeze into continuously, prevents hammering eccentric during piling.
4) pile extension.The connection of pile tube can adopt welding, machinery is connected with a joggle fast.Jointing: when instantly saving the pile crown of pile cutoff 0.5m above ground level, first make the back cover of pile tube, the good joint saving stake up and down of cleaning, at the pile crown place of lower joint stake installing guiding hoop, fixing after guiding saving stake contraposition, remove guiding hoop, 2 people 1 people are simultaneously in the surrounding layering welding symmetrically of stake, and weld seam should be continuous, full, naturally should cool and be no less than 5min after being soldered, forbid with water cooling or injection immediately (pressure) after welding, during rainy day welding, reliable rainproof measure should be taked.Check that welding quality meets the requirements after (should adopt carrying out flaw detection) and continue construction again.Machinery engages pile extension fast: adopt the stake be connected with a joggle to need custom-made, is made by the end plate having cotter way specially.When instantly saving the pile crown of pile cutoff 0.5m ~ 0.8m above ground level, first make the back cover of pile tube, the good joint saving stake up and down of cleaning, by adapter plate face full coat bitumastic paint, connecting pin is inserted in the cotter way of lower end junction plate, upper joint stake is sling, make connection cotter way aligning connecting pin below, then put down and utilize the deadweight of stake to pressurize, complete pile extension.
5) pile follower.For pile follower, the degree of depth of pile follower should not be greater than 2m, otherwise due to the frictional resistance of soil, Pile feeder is difficult to extract, and first should measure the verticality of stake before pile follower, checks stake top quality, qualified rear timely pile follower; The final set of pile follower should with reference under the same terms not pile follower time pile penetration and revise.Stake holes after pile follower is answered: backfill immediately or covering.
6) stake is cut.Drive piles complete, pile crown and the pile body that cannot squeeze into should be cut out, meet design altitude to make stake top.Cut stake and should adopt saw stake device, forbid to adopt sledgehammer laterally to knock and cut stake or pull by force to draw to cut a stake, guarantee to cut pile tube quality after stake.
7) pile tube back cover and joint bar bind.In order to strengthen the bearing capacity of bearing course at pile end, back cover must be carried out to the stake lower end of pile tube.First segment stake get to be about 0.5m apart from ground time, in pile pipe, first build the pea gravel concreten of C30, stake lower end be about the shutoff of 1.5m ~ 2.0m height inner core closely knit, and then carry out pile extension.Stake top is filled out core and is inserted connecting reinforcement, to pressure bearing pile, must insert connecting reinforcement to the inner core of stake upper end 1.20m, closely knit with the non-shrinkage concrete shutoff of C30; The reinforcing bar be connected with pile cap, generally fills out core segment to insertions such as stake footpaths 300 (4414), 400 (4416), 400 (4420) and adds stirrup 4 ~ 6200, stretch in cushion cap and be not less than 30d.
Tradition driving method by hammer construction pile tube, can produce larger vibrations and noise to the building etc. within its 100m.
Summary of the invention
The object of the present invention is to provide a kind of method of drilling pile, be intended to make preformed pile stake end enter middle weathering, micro-weathered rock formation, pile peripheral earth improved, and makes the building etc. within its 100m can not produce larger vibrations and noise.
The present invention is achieved in that a kind of method of drilling pile, and the method for described drilling pile comprises:
First auger boring, stablizes drilling rod, bidirectional correcting frame, then pore-forming, measures loosened soil sediment at the bottom of aperture, hole depth, hole after pore-forming, all dregs of cleaning eye, and makes a record;
Secondly be implanted into reinforced concret precast pile in hole, continue bidirectional correcting, impact pile driving, until squeeze into design elevation pile top;
Backfill pile follower hole after finally planting piling thereupon, transport boring in time and clear out dregs or mud.
Further, before auger boring, need pile-up point, accurately reserve stake position at the construction field (site) according to detail of design, and carry out obvious mark.
Further, the order of described implantation reinforced concret precast pile, for first playing long stake, beating stub afterwards, is first beaten peripheral pile, is beaten central pile afterwards.
Further, boring and pile driver adopt brill one hole to plant the cross construction punched, and keep rig and pile driver synchronously, the time is not more than 12h.
The method of drilling pile provided by the invention, drilling pile method construction mainly contains following advantage:
1, the intact wound of pile body, bearing capacity is high, long service life, without soil compaction effect during construction, noiselessness during construction, shockproof during construction;
2, preformed pile stake end can be made to enter middle weathering, micro-weathered rock formation, large-diameter tubular pile can be applied in construction work, not by the restriction of the pile follower degree of depth, well construction, can accomplish to cut stake, not worry hard interbedded layer or thick sand bed during pile sinking, clump of piles pile sinking can reduce the displacement of stake self;
3, drilling pile engineering method is applicable to various geological conditions, those disadvantages of castinplace pile pile body can not occur planting in stake, pile body can be combined, and drilling pile more saves building materials than castinplace pile, and fortification intensity 8 degree, the shockproof requirements of 9 degree can be accomplished in drilling pile basis;
What 4, pipe pile joint can do is more solid and reliable, and speed of application is fast, and cost is more cheap than bored pile, and construction whole course visible is controlled, and quality is guaranteed, and construction engineering test is simple, save time.
5, ensure that foundation pile hole quality, for the pile foundation construction of narrow and small place, prevent soil compaction effect on the impact of the various facility of surrounding; Prevent in collapse hole and retaining hole clean.
Accompanying drawing explanation
Fig. 1 is the method flow diagram of the drilling pile that the embodiment of the present invention provides.
Detailed description of the invention
In order to make object of the present invention, technical scheme and advantage clearly understand, below in conjunction with embodiment, the present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
Employing drilling pile method of the present invention carries out tube pile construction, produces construction infection to reduce or eliminate to surrounding building, expands the range of application of pile tube in construction work and traffic engineering; Adopt the pile foundation of drilling pile, eliminate the defect existed in preformed pile and castinplace pile technique, be integrated with the various advantages of preformed pile and these two kinds of pile-type of castinplace pile and technique, and integrated rear pile quality is better, supporting capacity improves greatly, and large-diameter tubular pile can be used widely in construction work; A technique is planted in employing can guarantee pile quality, can be reinforced by slip casting to pile-end soil body and pile peripheral earth, thus improves pile bearing capacity more than 30%.(note: adopt tradition to squeeze into method pile bearing capacity in example and only have 300kN ~ 1000kN).
Below in conjunction with accompanying drawing 1, method of operating of the present invention is further described.
As shown in Figure 1, the method for the drilling pile of the embodiment of the present invention comprises the following steps:
S101: pile-up point, accurately reserves stake position at the construction field (site) according to detail of design, and carries out obvious mark (after comprising pore-forming);
S102: auger boring in place, auger vertically, steadily in place after, first stablize drilling rod, bidirectional correcting frame, then start operation pore-forming, after pore-forming, measure loosened soil sediment at the bottom of aperture, hole depth, hole, cleaning eye week dregs, and to make a record;
S103: plant and beat preformed pile, pile driver vertically, steadily in place after, reinforced concret precast pile is implanted in hole, with continuation bidirectional correcting, then start impact pile driving, until pile top is squeezed into design elevation and carries out technical data record, plant and beat order for first playing long stake, beating stub afterwards, first beat peripheral pile, beat central pile afterwards, in case land movement is on the impact of the various facility of surrounding;
S104: thereupon backfill pile follower hole after planting piling, transports boring in time and clears out dregs or mud;
S105: boring and pile driver keep distance of necessarily constructing, adopts brill one hole to plant the cross construction method punched, and keeps rig and pile driver synchronously, must not at a distance of more than 12h on the time.
The method concrete steps of drilling pile of the present invention:
Setting-out fixed pile (i.e. position, hole) → driller insertion → stablize sediment → cleaning dregs (mud) at the bottom of drilling rod → correction → boring extracting soil (muck haulage) pore-forming → measurement aperture, hole depth, spy loosened soil and hole → by design pore-forming complete → implant reinforced concret precast pile → pile extension weld → correct → to squeeze into method hammer piling routinely to design elevation → pull out pile follower pipe (when having pile follower) → backfill pile follower hole.
The method of the drilling pile of the embodiment of the present invention, when soft clay area foundation pile adopts the long stake of Prefabricated reinforced concrete, large sunk pile, as thicker hard folder soil layer, when adopting traditional driving method by hammer to be difficult to construction, adopts drilling pile method; Intersect various environment at downtown area intensive building, contiguous road, Adjacent Underground Pipeline, as adopt traditional driving method by hammer construct precast concrete pile to cause have a strong impact on time, can drilling pile method be adopted; Under bad ground, adopt drilling pile method, add after pore-forming cement paste again row plant stake, can reinforce stake end and pile peripheral earth, pile bearing capacity is improved.
Below in conjunction with specific embodiment, effect of the present invention is described in detail:
1. project profile
This engineering is positioned at Bijie City, Guizhou Province, and building adopts shear wall structure, and former design 33 layers on the ground, structure height 99.00m, safety classes of structure is 2 grades.The former design of this engineering adopts manually digging hole filling pile basis, and basic engineering grade is first class.
When building is repaiied to 28 layers, having occurred obvious differential settlement, there is the distortion that caused by pile foundation differential settlement and cracking phenomena in superstructure.By ground base enforcement process, repair to 33 layers, and do not changed the former design life in house and purposes.
2. reinforcement means
This building adopts boring value stake technique to set up pile for prestressed pipe and cushion cap is reinforced basis the method that original structure hand excavated pile underpins.
3. tube pile construction scheme
The construction of this engineering tubular pile adopts drilling pile technique, adopt pile tube to be PHC-400 (AB), pile for prestressed pipe single pile vertical resistance pressure characteristic load bearing capacity is 1200kN.Bore diameter is 450mm, should take measures to guarantee the up rightness of holing and integrality in construction, and boring enters middle weathered rocks is not less than 500mm.Report is surveyed in base area, buries comparatively depths for middle weathered rocks, should guarantee that drilling depth is not less than 35m.Boring, to projected depth, enters 1:1 cement grout to hole rising pouring, to guarantee that the gap of stake in horizon d and admicearth side is clogged by cement grout, while fill section stake side, stake top not have cement grout.Before should taking measures to ensure that stake is at the bottom of implant holes, cement grout can not initial set.
Pile for prestressed pipe is positioned at top fill section stake sidewall should brushing asphalt varnish, to banket the negative friction caused stake to eliminate top.Lower joint pile head must establish guiding hoop to ensure that upper and lower pile body keeps straight, and two ends should fit tightly; Gap must not be there is in joint, forbid in play movement, clog the foreign material such as discard electrode, iron plate, iron wire, after waiting upper and lower pile section fixing, remove guiding hoop again, then layering symmetrical welding, the weld seam of each joint must not be less than two-layer, and the joint of every layer of weld seam should stagger, throat depth 8mm.Weld seam must be full continuously, must not occur the defect such as slag inclusion or pore, selection of electrodes E55 series welding rod.It is manual that welding is complete naturally must cool 8min, automatic welding is complete must naturally cool 5min after can continue construction, forbid to adopt water cooling or weld namely to construct.
Pile for prestressed pipe top build-in enters cushion cap 50mm, and stake joint bar anchors into 35d in cushion cap, and stake end tunneling boring enters middle weathering formation depth >=400mm.When central weathered rocks buries darker, should guarantee that a driven pile is long and be not less than 35m.
4. Site Detection
4.1 field trial
Carry out single pile bearing capacity to 3 engineering piles of this stabilization works, adopt 3200kN hydraulic jack classification load application, pressure is measured by 0.4 stage pressure table, and test adopts maintained load test (ML-test) at a slow speed.The dial gage that sedimentation equals 0.01mm by two scale division value/resolving powers measures.And low strain test is carried out to this stabilization works 52 engineering piles, test employing power rod, as impulsing equipment, obtains stress wave signal at smooth stake top sensor installation.
4.2 test result
This stabilization works single pile bearing capacity survey 3 engineering piles single-pile vertical orientation ultimate compressive bearing capacity detected value be not less than 2400kN, corresponding single pile vertical resistance pressure characteristic load bearing capacity is not less than 1200kN, meets design requirement; Low strain test surveys 52 foundation stake pile body structural integrities or substantially complete, and pile construction integrity classification is I, II class, wherein I class stake 36, II class stake 16.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, all any amendments done within the spirit and principles in the present invention, equivalent replacement and improvement etc., all should be included within protection scope of the present invention.
Claims (6)
1. a method for drilling pile, is characterized in that, the method for described drilling pile comprises:
First auger boring, stablizes drilling rod, bidirectional correcting frame, then pore-forming, measures loosened soil sediment at the bottom of aperture, hole depth, hole after pore-forming, all dregs of cleaning eye, and makes a record;
Secondly be implanted into reinforced concret precast pile in hole, continue bidirectional correcting, impact pile driving, until squeeze into design elevation pile top;
Backfill pile follower hole after finally planting piling thereupon, transport boring in time and clear out dregs or mud.
2. the method for drilling pile as claimed in claim 1, is characterized in that, needed pile-up point, accurately reserved stake position at the construction field (site), and carry out mark according to detail of design before auger boring.
3. the method for drilling pile as claimed in claim 1, is characterized in that, the order of described implantation reinforced concret precast pile, for first playing long stake, beating stub afterwards, is first beaten peripheral pile, beaten central pile afterwards.
4. the method for drilling pile as claimed in claim 1, is characterized in that, boring and pile driver adopt brill one hole to plant the cross construction punched, and keeps rig and pile driver synchronously, the time is not more than 12h.
5. one kind adopts the application of method in construction work of drilling pile described in claim 1-4 any one.
6. one kind adopts the application of method in traffic engineering of drilling pile described in claim 1-4 any one.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510501934.8A CN105040699A (en) | 2015-08-14 | 2015-08-14 | Drilling pile planting method |
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| CN201510501934.8A CN105040699A (en) | 2015-08-14 | 2015-08-14 | Drilling pile planting method |
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| CN105040699A true CN105040699A (en) | 2015-11-11 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105735248A (en) * | 2016-03-14 | 2016-07-06 | 中冶成都勘察研究总院有限公司 | Construction method for guaranteeing that pile end of prefabricated pile enters bearing layer and improving bearing force |
| CN105862861A (en) * | 2016-06-13 | 2016-08-17 | 上海强劲地基工程股份有限公司 | Rigid-pile embedding device and construction method |
| CN109973026A (en) * | 2019-04-08 | 2019-07-05 | 王磊 | A kind of construction method and drill rod special system |
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| CN1352340A (en) * | 2001-11-30 | 2002-06-05 | 叶长生 | Process for drilling hole and soil taking and transplanting pile for steel reinforced concrete prefabricated pile |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735248A (en) * | 2016-03-14 | 2016-07-06 | 中冶成都勘察研究总院有限公司 | Construction method for guaranteeing that pile end of prefabricated pile enters bearing layer and improving bearing force |
| CN105862861A (en) * | 2016-06-13 | 2016-08-17 | 上海强劲地基工程股份有限公司 | Rigid-pile embedding device and construction method |
| CN105862861B (en) * | 2016-06-13 | 2018-03-23 | 上海强劲地基工程股份有限公司 | A plant pile construction method |
| CN109973026A (en) * | 2019-04-08 | 2019-07-05 | 王磊 | A kind of construction method and drill rod special system |
| CN109973026B (en) * | 2019-04-08 | 2020-12-15 | 王磊 | Pile construction method and special drill rod system |
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